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Home My WebLink About2018-09-20 Palmer Station Retaining Wall - Original Submittal and CalculationsJulie Hultman From: Mark Guenther <mark@creativehci.com> Sent: Thursday, September 20, 2018 12:52 PM To: Julie Hultman Cc: Eric Johnson; Andrew Kegley, Miller, Lucas; Mann, Lee, Hauser, Jeremy; Kieffer, Charles Subject: RE: Palmer's Station retaining wall - Design Specs and Plan Needed Attachments: GE 18-310 Palmer Station W1.pdf; GE 18-310 Palmer Station W2.pdf; Wall 1 Calculations.pdf Julie, I received the engineering on this today and the contractor was stopping by in your office today to drop off. I attached the engineered drawings for the wall. Thanks, Mark From: Julie Hultman [mailto:jhultman@cityofoakparkheights.comj Sent: Thursday, September 20, 2018 12:13 PM To: Mark Guenther <mark@creative hci.com> Cc: Eric Johnson<eajohnson@cityofoakparkheights.com>; Andrew Kegley<akegley@cityofoakparkheights.com>; Miller, Lucas <Lucas.J.Miller@stantec.com>; Mann, Lee <Lee.Mann@stantec.com>; Hauser, Jeremy <Jeremy.Hauser@stantec.com>; Kieffer, Charles <Charles.Kieffer@stantec.com> Subject: Palmer's Station retaining wall - Design Specs and Plan Needed Hi Mark, I have been contacted by Stantec as to the construction and inspection of the retaining wall at the Palmer Station project. I have not received any information as to the design and plan for this wall. Please have someone from your team email me the specs and plan information for the wall that is intended for construction. Thank you, Julie Hultman, CBO Planning & Code Enforcement City of Oak Park Heights WPhone: 651.439.4439 , ext. 1 105 651.439.0574 ihultman@cityofookiparkheiahts.com Project: - GE 18-310 Palmer Station [Rev. 1] Oak Park Heights, MN Section #23 at Station 47.33 Report Date September 15, 2018 Designer Marty Gray -Gray Engineering, LLC Design Standard National Concrete Masonry Association 3rd Edition Design Static Unit of Measure U.S./Imperial Selected Facing Unit Licensor/Product Line: Belgard 13.90 Name: Sterling' Seismic As N/A Wall: Wall 1 b b 4 b 4i AIT -Z lit raafiAj�tira dr - ra IirI INiI`�aa itl : Soil Parameters In Situ Friction Densityy Cohesion Cf 7.32 Soil Zone Soil Type Angle 9 (lb/ft-I [ib/ft-I 13.90 Infill (i) CL 26° 120.00 n/a 3.70 Retained (r) CL 26° 120.00 n/a Crest Toppling Foundation (f) CL 26° 120.00 0.00 Internal Sliding Base (b) 40° 140.02 We Drainage (d) GP 38' 125.02 We Internal Section Details Layer Elevation Rein Length Sliding Section Height 12.75 Back Slope 0.00 LL Surcharge 100 DL Surcharge 0 Design Height 12.50 Crest Offset 0.00 LL Offset 2.00 DL Offset 0.00 Embedment 1.26 Wall Batter 10.60 Toe Slope 16.46 Toe Offset 8.79 Minimum Factors of Safety 13.50 5.04 8.89 4.56 3 950.25 Reinforced 13.50 4.02 10.66 3.53 External Value Internal 13.50 Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 Rein. FSot Overturning 2.00 Strength 6 956.25 Reinforcements 13.50 5.92 3XT - Mirafi Miragrid 3XT Supplier: TenCete Geosynthetics - Mirafi, Fill Type: Clays and Silts Tull 3,500.78 RFcr 1.47 RFd 1.10 LTDS 2,061.89 RFid 1.05 Cite 0.70 O 0.70 Connection/Shear Properties acsl 680.00 IP -1 1,437.00 acs2 1,885.00 IP -2 1,987.00 acs max 1,992.00 au 0.00 Au 34.00 Vu(max) 1,488.00 Analysis Results `Analysis includes Vertical Forces • Embedment included in Bearing Capacity External Static FS Bearing Capacity 7.32 Bearing Pressure 1634.01 Ib/W Overturning 13.90 Max Eccentricity 0.00 ft Base Sliding 3.70 Crest Toppling 4.26 Internal Sliding 2.87 Internal Static Internal Tensile Layer Elevation Rein Length Sliding Pullout Overstress 6 956.25 3XT 13.50 10.45 3.90 8.90 5 954.25 3XT 13.50 6.79 7.01 6.44 4 952.25 3XT 13.50 5.04 8.89 4.56 3 950.25 3XT 13.50 4.02 10.66 3.53 2 948.25 3XT 13.50 3.35 12.38 2.88 1 946.25 3XT 13.50 2.87 19.15 3.30 Facing Static Connection Layer Elevation Rein. Length Strength 6 956.25 3XT 13.50 5.92 5 954.25 3XT 13.50 4.09 Belgard® Software Version 1.0 Page 1 Printed 9/15/2018 Version: 1.39.24.434 Project: - GE 18-310 Palmer Station [Rev. 1] Oak Park Heights, MN Facing Static Connection Layer Elevation Rein. Length Strength 4 952.25 3XT 13.50 3.23 3 950.25 3XT 13.50 2.54 2 948.25 3XT 13.50 2.35 1 948.25 3XT 13.50 3.02 Wall: Wall 1 Belgard® Software Version 1.0 Page 2 Printed 9/15/2018 Version: 1.39.24.434 Project: - GE 18-310 Palmer Station [Rev. 11 Oak Park Heights, MN Belgard" SRW Design Software 1.0 Wall: Wall Belgard® Software Version 1.0 Page 3 Printed 9/15/2018 Version: 1.39.24.434 Project: - GE 18-310 Palmer Station [Rev. 1] Oak Park Heights, MN Section 23 Details W6)I: Wall 1 , Empirical Checks Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 11.2400 Pass L Min. Reinforcement Length 4.0000 13.5000 Pass UH Ratio Min. UH Ratio 0.6000 1.0800 Pass La Min. Anchorage Length 1.0000 5.5164 Pass MinHemb Minimum Embedment 6.0000 15.1614 Pass Rs Max. Reinforcement Separation 0.0000 2.0000 Pass RsBollom Max. multiple of Hu at bottom 0.0000 1.0000 Pass RsTop Max. multiple of Hu at top 0.0000 4.0000 Pass External Checks qlf 1.000 Eq. qdf Static Eq. Kaext 0.269 Eq. 7-1 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.32 Pass FSct Crest Toppling 1.50 4.26 Pass FSot Overturning 2.00 13.90 Pass FSsl Base Sliding 1.50 3.70 Pass Internal and Local Checks Static Layer Elevation (ft) FSsl >=1.50 FSpo >=1.50 FSto >=1.50 FScs FSsc >=1.50 >=1.50 6 956.25 2.87 19.15 3.30 3.02 5 954.25 3.35 12.38 2.88 2.35 4 952.25 4.02 10.66 3.53 2.54 3 950.25 5.04 8.89 4.56 3.23 2 948.25 6.79 7.01 6.44 4.09 1 946.25 10.45 3.90 8.90 5.92 Static Calculations General Equations Equivalent slope at back of rein. zone Elevation of Influence of live load Elevation of Influence of dead load External Interface friction angle Internal Interface friction angle External failure plane Internal failure plane Width of reinforced zone Increase In width of reinforced zone due to Increase in height due to backslope Increase in height due to backslope at LP Maximum height of slope influence Increase in height due to backslope Width of rein. layer for Internal sliding Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Slope for Internal analysis External live load reduction factor External dead load reduction factor External active earth pressure Internal active earth pressure Height above rein. area at int. failure plane Herz. Influence distance Distance dead load applied for broken back Earth pressure from soil weight Force of uniform surcharge Horz. force of dead load surcharge Herz. force of live load surcharge Belgard® Software Version 1.0 pext 0.00 ° Eq. 7-9 Eglinfl 6.11 f1 Eq. 7-93 Egdin0 12.50ft Eq. 7-94 Se 26.00 ` Eq. 7-2 Si 17.33 ` Eq. 744 as 48.38 ` Eq. 5-5 at 49.56 ° Eq. 7-50 L' 12.50 ft Eq. 7-3 L" 0.00 ft Eq. 7-4 h 0.00 ft Eq. 7-5 hmax 0.00 ft Eq. 7-6 hmaxint 0.00ft Eq. 7-45 hs 0.00ft Eq. 7-7 Us 0.00 ft Eq. 7-8 Hexl 12.50 f1 Eq. 7-10 LP 12.50ft Eq. 7-11 (tint 0.00 ` Eq. 746 qlf 1.000 Eq. qdf 1.000 Eq. Kaext 0.269 Eq. 7-1 Kaint 0.278 Eq. 7-43 hint 0.00ft Eq. 7-26 dint 8.31 ft Eq. 7-27 Lpq 12.50 ft Eq. 7-29 Ps 2522.06 lb/ft Eq. 7-12 Pq 336.271b/ft Eq. 7-13 PgdH 0.00lb/ft Eq. 7-15 PglH 324.20lb/ft Eq. 7-16 Page 4 Printed 9/15/2018 Version: 1.39.24.434 Project: - GE 18-310 Palmer Station [Rev. 11 Oak Park Heights, MN Hors. component of Ps PSH 2431.51 Ib/ft Eq- 7-14 Hors. component of active earth force PSH 2755.71 Ib/ft Eq. 7-17 Resisting moment arm for PSH Ys 4.17 it Eq. 7-18 Resisting moment arm for PqH Yq 6.25 ft Eq. 7-19 Vert. component of Ps PsV 669.75lb/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PgIV 89.30 ib/ft Eq. 7-22 Vert. component of active earth force PaV 759.05lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 14.28ft Eq. 7-24 Resisting moment arm for PqV Xq 14.67 f1 Eq. 7-25 Base Sliding B 13.50ft Weight of soil above wall Wrol 0.00lb/ft Eq. 7-31A1 Weight of soil above wall Wrp2 0.00lb/ft Eq. 7-31A2 Weight of soil above wall Wrp3 0.00lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 0.00lb/ft Eq. Weight of reinforced mass Wri 20250.00lb/ft Eq. 7-30 Weight of soil above wall Wrp 0.00lb/ft Eq. 7-31 Base sliding resistance Rs 10203.24 Wit Eq. 7-32 Base sliding FSsl 3.703 Eq. 7-33 Overturning (ft) (ft) (Ib/ft) Weight of soil above wall Wrp1 0.00 ib/ft Eq. 7-31A1 Weight of soil above wall Wr02 0.00 Wit Eq. 7-31A2 Weight of soil above wall Wrp3 0.00lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 0.00 Wit Eq. Weight of reinforced mass Wri 20250.00lb/f[ Eq. 7-30 Weight of soil above wall Wrp 0.00Ib/ft Eq. 7-31 Resisting moment arm for rein. zone Xri 7.87ft Eq. 7-35 Resisting moment arm for surcharge Xqp 9.59 ft Eq. 7-37 Resisting moment arm in top slope Xrpi 3.34 it Eq. 7-36A1 Resisting moment arm in top slope Xrp2 9.59f1 Eq. 7-36A2 Resisting moment arm in top slope Xrp3 15.84 ft Eq. 7-36A3 Resisting moment Mr 168989.48 lb -ft Eq. 7-34 Driving moment Mo 12157.54 lb -ft Eq. 7-38 Overturning FSot 13.900 Eq. 7-39 Bearing Capacity Equivalent bearing area B 13.50ft Eq. 7-40 Eccentricity of bearing force a 0.00 ft Eq. 7-41 Applied bearing pressure Qa 1634.01 tb/ft' Eq. 7-42 Ultimate bearing pressure Quit 11953.78lb/ft- Eq. 12-10 Bearing capacity FSbc 7.316 Eq. 12-11 Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (Ib/ft) (ft) (ft) (Ib/ft) Course (ft) [2-3] [7.54..57] [7.58..60] [7.61] 1 946.25 2061.89 1.50 11.75 624.76 5 948.25 2061.89 2.00 10.00 717.17 9 950.25 2061.89 2.00 8.00 584.77 13 952.25 2061.89 2.00 6.00 452.37 17 954.25 2061.89 2.00 4.00 319.97 21 956.25 2061.89 3.00 1.50 231.70 Layer/ Elevation FSto qdfn qlfn Course (ft) [7.62] [] [] 1 946.25 3.300 1.000 1.000 5 948.25 2.875 1.000 1.000 9 950.25 3.526 1.000 1.000 13 952.25 4.558 1.000 1.000 17 954.25 6.444 1.000 1.000 21 956.25 8.899 1.000 1.000 Pullout Wall: Wall 1 Belgard® Software Version 1.0 Page 5 Printed 9/15/2018 Version: 1.39.24.434 Project: - GE 18-310 Palmer Station [Rev. 1] Oak Park Heights, MN Connection Strength Fgn Tconn ACn La do Layer/ Elevation (Ib/ft) Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7.63] [7-64] [7.65] [7-66] 1 946.25 11963.88 12.17 12.00 19.149 5 948.25 8879.96 10.84 10.00 12.382 9 950.25 6232.02 9.51 8.00 10.657 13 952.25 4020.05 8.18 6.00 8.887 17 954.25 2244.06 6.85 4.00 7.013 21 956.25 904.04 5.52 2.00 3.902 Connection Strength Fgn Tconn Layer/ Elevation (Ib/ft) (Ib/ft) FScs Course (ft) [7-61X] [7.79] [7-80] 1 946.25 624.76 1885.58 3.018 5 948.25 717.17 1686.26 2.351 9 950.25 584.77 1485.01 2.539 13 952.25 397.20 1283.76 3.232 17 954.25 264.80 1082.50 4.088 21 956.25 148.95 881.25 5.916 Crest Toppling Height from top layer to grade z 2.00 ft Eq. Active earth pressure from soil weight Ps 66.661b/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Harz. component of Ps PSH 66.20 ib/ft Eq. 7-83 Uniform surcharge PqH 0.00lb/ft Eq. 7-84 Vert. component of Ps PSV 7.82 Wit Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00 Wit Eq. 7-86 Vert. force from live load surcharge PglV 0.00Ib/ft Eq. 7-87 Resisting moment arm X 0.66 it Eq. 7-90 Resisting moment Mr 188.13 lb -ft Eq. 7-89 Overturning moment 10110 44.13 lb -ft Eq. 7-91 Crest toppling FSct 4.263 Eq. 7-88 W.gll: Wall 1 , Belgard® Software Version 1.0 Page 6 Printed 9/15/2018 Version: 1.39.24.434 PROPOSED SEGMENTAL RETAINING WALL PALMER STATION OAK PARK HEIGHTS, MINNESOTA MATERIAL Ill t. Com,eb ReMNYm WNI UnIL: 'Ndlp Sbdlq RebMNq WaI Un W'. L Uro aXW�NZRaNbrtenknl: MiranlYT,uNumnwHro preWg. LwN'nO all Sew: Is P{ye0ale led, puenae apnawmseas Nmmure lXe lmMHre elaMlbn as @IermYW nawatlenuxile AOTM DasO. Sieve sift PIXwm Pwairo I rods. 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GRADING PLAN dated June 28, 2018 SHEET INDEX PAGE DESCRIPTION W 1 TITLE PAGE/KEY PLAN W2 WALL ELEVATIONS W2 SECTIONS AND DETAILS LN JM JN z 6 zz z 0 l� W WZ Z W� _Z o ZZ Q W1 w W Q F O M W z J f 4 a El a J J a gz 10 Ir N W xU Z_ Za N Y Q a 2 0 D D z W IL >°Ez o6Eso I w i `2 1 KEY PLAN BOB TV 95e50 953 95] 1�\ L 106° BATTER SRW CNA ---l\ ,td OB 9Toe $$,�RRiaa 953 �f)Hi�5jtl9 ]ii 952 iall 951 REIM Po,T. M ..IIxTS TIT HWw 959 1. 949 NAR TXE'TR GRG FnLE 943 THRWOx WAy 94] PATTERN. CONTINUE NORMAL 946 WALL CONSTRUCTION, REPEATING THESE STEPS AS 945 NEEDED e r 12- S�1 I � OPrtONAI 1 IPL4.\/ FHLB SPLIT �17 TA- Y iOP V1E0.' URRV RIC VIEW I'I'��^^11RRIII^��^��101R' BAITER FEW CHANNEL FJY YBATTERSRWCHANNEL T 6' 1 F—IP-3r1•-1 F—u--I FACEVIEW EIDEVIEW /� STE R LI N GS (231-00E Z \ISOMETRIC BLOCK VIEWS W2 IN OT TO SCALE) ss^ - 0°41 FSW CNANNEL 106° BATTER SRW CNA I. PLACE UPPER BLMK APPROXIMATELY 1.133^ THE AREAS THAT ARE NOT azxMOtowFx BLOCK 3. OVFS OFEPER COMPACT THAT COURSE. BLOCK EPMSINGTHA THEY BLOCK ENSVRINGiNATTXEY ENTE0. THE REAR REIM Po,T. M ..IIxTS TIT HWw CHa`MELON THE IAWERBLOCK 1. wCN1EVE NAR TXE'TR GRG FnLE .IVR SETBACORWARDTO PROPER 10.6°$EfBACK STERLING® 3 PIN LOCATION Wi (NOT TO SCALE) r\STERLING® n \l:l EXCAVATION OVERSIZING Wi (SCALE, 3/S'=1' -O'1 TV 958.50 946.75 TOO 94625 r.BID 3XT - Ia=n F ULNAS= 3XT - 1350 F MIRAUMB 3XT - =3 w MIR4QRID 3XT - 1350 C cRTB 3XT - nm It 1➢ 3%L- fiSn -- -------- ipB SAAR 948.2959 i ---� i0H 916,]5i08 91]25 TOB 945,75 TOB 946.25 1 T STERLING - ELEVATION VIEW STERLING 1 (MAXIMUM BEARING PRESSURE = 11700 PSFI W2 (SCALE: 0-513') ERLINEI rs�\;YTPICAL BASE PREPARATION AN 5TERLING® TYPICAL STEP-UP DETAIL W2 (NOT TO SCALE) IIr � MM EXTENDGEOSYNTHRHCREWFORCEMEM ttI WITNN I"OF THELOWER BLOCK FACE 9TERLING® / '/ \REINFORCEMENT CONNECTION 1' /INOT TO SCALE) TV 95850 a s s § 5TE RLINGS LB \DAYLIGHT DRAINTILE THROUGH WALL W2 (NOT TO SCALE) $TETT-PLACEREINFORCEMEM SOLTTTMORNOOVERLM OCCURS IN THE RADIUS AREA. IF OVE0.IAPOCCITRS,PLnCE]TO] EMRFCN PSAN,.EUFJ'DIE REMFORCCMPNILAYERS. STEP 2- LAY THE NEXT COURSE - THE SHOULD BE VERIFIED IN THE FIELD PRIOR TO THE BACK OF THE BLOCKS IN x - THE AREAS THAT ARE NOT ONAN TFE REMFORCED. BACKFILL AND x WX - COMPACT THAT COURSE. (N EL�VNIKS) REIM Po,T. M ..IIxTS TIT HWw Mry6M PRu NAR TXE'TR GRG FnLE PFGNCMLE THRWOx WAy REMFURCEMENT PATTERN. CONTINUE NORMAL WYLSM BRNH ME WALL CONSTRUCTION, REPEATING THESE STEPS AS R NEEDED M UUCx WALL wSE ` DNGHED sRM [ IST WASE . .. IST CWRSE BELM LMp ED. 1 sPAam —T) (50R YW) 5TE RLINGS LB \DAYLIGHT DRAINTILE THROUGH WALL W2 (NOT TO SCALE) $TETT-PLACEREINFORCEMEM SOLTTTMORNOOVERLM OCCURS IN THE RADIUS AREA. IF OVE0.IAPOCCITRS,PLnCE]TO] EMRFCN PSAN,.EUFJ'DIE REMFORCCMPNILAYERS. STEP 2- LAY THE NEXT COURSE - OF BLOCK. MAKE A MARK ON SHOULD BE VERIFIED IN THE FIELD PRIOR TO THE BACK OF THE BLOCKS IN x - THE AREAS THAT ARE NOT WX - REMFORCED. BACKFILL AND x WX - COMPACT THAT COURSE. STEP 3- PLACE REINFORCEMENT — IN THE AREAS WHERE THE MARKS SHOW GAPS IN THE PFGNCMLE LOWER REINFORCEMENT REMFURCEMENT PATTERN. CONTINUE NORMAL DIREGDON WALL CONSTRUCTION, REPEATING THESE STEPS AS '-tL NEEDED ( rm SOB.ANDROMFORCESffIR RFALTON STERLING® 9 OUTSIDE RADIUS W2 IN OT TO SCALE) LEGEND - INWCATES REINFORCEMENT LENGTH SHOULD BE VERIFIED IN THE FIELD PRIOR TO AND/OR ELEVATION CHANGE x - DETAIL NUMBER WX - SHEET NUMBER x WX - INDCATES LOCATION OF SECTION CUT NOTES OUTSHIECVRVE MSIOE�CI(MVE�/�"�/ �Vn• SAW RAS NOTO TOP COr CONSTRUST0.UR '- WOECREfi MPIERED CORNER 1 M` 1 ISPLR FACE ANO \Y/ 6NO WALLFACE 1. ALWAYSSTARTCAPPMG WALL FROMTHE LOWMELEVATION. 21AYOUT CARS PRIOR TO USM AOXFSI V E 3. CUTCAPSTO FR. VANOUSCOMEMATIONSOFLONUMODRHORTCAPFACES WILL BE NECEESA HY FOR RMUl GREATER TITAN THE MMIMITM. C ALTEWGTE SHORT AND LONG CAF FACES EVERY OTHER CAP TO Al. A STRAIGHTROW OFCAPS 5 USE EXTEMORLRADE CONSTRUCTION ADHESIVE TO SECURE CAPS, DIAMOND® lO CAP BLOCK DESIGN DETAILS r (NOT TO SCALE) 5TERLING® 11 TYPICAL CROSS SECTION W`L ISCALE: 3/S'=1' -O'1 F W Z J f L B J � J @J W D D J J r z ❑ Z G Z N w W B Z W2 12 WALL ELEVATIONS 1) LOCATION OF CURVE SHOWN IS APPRO11MATE AND y s SHOULD BE VERIFIED IN THE FIELD PRIOR TO y CONSTRUCTION OF THE SEGMENTAL RETAINING WALL. GF p WALL 0- WE OUTSHIECVRVE MSIOE�CI(MVE�/�"�/ �Vn• SAW RAS NOTO TOP COr CONSTRUST0.UR '- WOECREfi MPIERED CORNER 1 M` 1 ISPLR FACE ANO \Y/ 6NO WALLFACE 1. ALWAYSSTARTCAPPMG WALL FROMTHE LOWMELEVATION. 21AYOUT CARS PRIOR TO USM AOXFSI V E 3. CUTCAPSTO FR. VANOUSCOMEMATIONSOFLONUMODRHORTCAPFACES WILL BE NECEESA HY FOR RMUl GREATER TITAN THE MMIMITM. C ALTEWGTE SHORT AND LONG CAF FACES EVERY OTHER CAP TO Al. A STRAIGHTROW OFCAPS 5 USE EXTEMORLRADE CONSTRUCTION ADHESIVE TO SECURE CAPS, DIAMOND® lO CAP BLOCK DESIGN DETAILS r (NOT TO SCALE) 5TERLING® 11 TYPICAL CROSS SECTION W`L ISCALE: 3/S'=1' -O'1 F W Z J f L B J � J @J W D D J J r z ❑ Z G Z N w W B Z W2 12 WALL ELEVATIONS